85-113-1 lh 


THE STATE OF TEXAS. 

b LEVEE AND DRAINAGE BOARD. 

AUSTIN. 


THE FIRST TECHNICAL REPORT 


OF THE 

STATE LEVEE AND DRAINAGE 
COMMISSIONER 


ON THE 

Reclamation of the Over¬ 
flowed Lands. 


1912 



fTWADEt 




Von Boeckmann-Jones Co., Printers 
Austin, Texas 
1913 





















































>. f*r n, 

JUN 19 1914 









CONTENTS. 


Letter of Transmittal. 7 

Introduction. 9 

Chapter 1.—The overflowed lands. 11 

Chapter 2.—The creation of the State Levee and Drainage Board— 

Co-operative surveys . 12 

Chapter 3.—The work of the Board under the amended law. 14 

Chapter 4.—The survey. 17 

Chapter 5.—Levee location, height and grade. 24 

Chapter 6.—Cutting bends, channel improvement. 30 

Chapter 7.—Sluice-gates and syphons. 32 

Chapter 8.—The levee maps accompanying this report. 36 

Chapter 9.—Individual levee divisions.’. 37 

Chapter 10.—Levee building and maintenance. 40 

Preliminary estimates of levees—average heights, yardage and cost. . 43 
Results of primary traverse-and leveling, under co-operative agreement 50 
Results of primary traverse and leveling. (Independent work of the 

Board) . 59 

Table 1.—Giving cubic contents, cost and equivalent borrow pits of 

levees . 14 

Table 2.—Giving the number of cubic yards per mile in ditches of 

varying depths and widths. 76 

Table 3.—Giving acres in right of way measured in feet, varas and 
miles . 18 
























DIAGRAMS ILLUSTRATING TEXT. 


Figure 1.—Showing ground slope, flood-way, position of levees, etc. 25 

Figure 2.—Showing probable distribution of current velocities. 28 

Figure 3.—Reinforced concrete sluice-gate. 33 

Figure 4.—Syphon used on Mississippi levees. 34 

Figure 5.—Showing relative position of levee, muck ditch, berme 
and borrow pit. 41 











Flood in the Trinity River, 1908. (Courtesy of the Dallas News.) 

















LETTER OF TRANSMITTAL. 


To His Excellency, Oscar Branch Colquitt, Governor of Texas. 

Sir: I have the honor to transmit herewith my first technical report 
upon the Reclamation of the Overflowed Lands, together with complete 
topographic levee maps published separately. 

In the preparation of this report, it has been the supplemental en¬ 
deavor to concentrate such technical data at present available, as may 
be of immediate value to the several improvement districts throughout 
the State: and in future publications, to fully discuss the engineering 
principals herein mentioned briefly. 

To the former and present members of the State Levee and Drainage 
Board, Governor Thomas M. Campbell, Governor 0. B. Colquitt, Hon. 
R. V. Davidson, Hon. J. T. Robison, Hon. Jewel P. Lightfoot, Hon. 
James D. Walthall, and Hon. B. F. Looney, I desire to express my sin¬ 
cere appreciation of their co-operation and support in the work of the 
department. 

In designing the reclamation plans presented, I have the pleasure to 
acknowledge the valuable assistance and advice of the following gentle¬ 
men : Major F. M. Kerr, Chief Engineer of Louisiana; Mr. JI. C. 
Smith, and Mr. Walter H. Hoffman, Assistant State Engineers of 
Louisiana; Major T. H. Jackson, Corps of Engineers, IT. S. Army; 
Mr. C. G. Elliott, former Chief of Drainage Investigations, IT. S. De¬ 
partment of Agriculture; Mr. M. 0. Leighton, Chief Hvdrographer, and 
Messrs. E. M. Douglas and Sledge Tatum, Geographers, I T . S. Geological 
Survey. 

Respectfully, 

Arthur Alvord Stiles, 

State Levee and Drainage Commissioner. 

Austin, Texas, December, 1912. 



INTRODUCTION. 


The swamp and overflowed lands of Texas exceed in extent the com¬ 
bined areas of the States of New Jersey and Connecticut. 

Lhe swamp lands lie chiefly within the coastal plain, and cover about 
five million acres. The surplus water of this section accumulates locally 
'— f 3 ^ of the wmt and spring. The natural drainage, 

generally adequate under normal circumstances, at this time becomes 
congested ; and the area is temporarily inundated. Later in the spring, 
when the excessive rain water has made its way to tide level, the plain 
bears no resemblance to a swamp. This extensive, dormant area may 
therefore be more specifically designated as the undrained lands. 

In general, the difference of elevation between these lands and the sea 
level is amply sufficient for perfect reclamation by means of drainage, 
through the simple process of improving and straightening the natural 
water courses, or by supplementing them with artificial canals and lateral 
ditches. The most serious difficulty is encountered when, with continued 
development, these passage-ways become overtaxed, and one section is 
drained at the expense of another. To guard against this condition, 
vdiich always grows more and more acute, each district should be de¬ 
signed in the beginning as part of a complete and adequate system, 
based strictly upon the existing topographic and hydrographic conditions. 
The perfecting of such a system is impossible in the absence of an accu¬ 
rate and detailed topographic survey and map of the entire local water¬ 
shed, supported by hydraulic data obtained in the field. 

Since the establishment of this department, no actual surveys have 
been made for drainage purposes in the coastal plain. As hereinafter* 
mentioned, upon the request of the State Levee and Drainage Commis¬ 
sioner, the U. S. Department of Agriculture undertook this branch of 
the work in Texas, and will soon make a report upon the subject. Being 
assisted in this manner by the federal bureau, this department has been 
advantageously enabled to confine its first work to the single subject of 
reclamation by levees. But with the competent topographic field force 
now being trained, the operations of the Board can rapidly he continued 
to the second division of the Avork authorized ; and complete drainage 
surveys may hereafter be made as required in the various sections of the 
State. 

After being reclaimed the productiveness of the undrained lands has 
been abundantly demonstrated. In the present unimproved state, they 
can be bought for $10.00 to $20.00 per acre. They can be effectively 
drained for about $10.00 to $15.00 per acre in addition to the original 
cost, and when so drained, they are sold for $50.00 and $60.00 per acre. 

The overflowed lands constitute the low 7 valleys or “flood-plains” of 
the rivers and larger tributary streams that traverse the eastern quarter 
and southern portion of the State. The total overflowed area is estimated 
at three million acres. 

The river flood-plains are formed by alluvial deposits of great depth. 


10 Report oe State Levee and Drainage Commissioner. 


and are bounded on either side by abrupt foot hills, from which all tribu¬ 
tary drainage makes its way to the river. The main channel of the river 
follows a winding course, or is said to "meander” through its flood-plain. 
As a result, the channel is located near the foot hills first upon one side 
of the flood-plain, then near those upon the opposite side, thus dividing 
the overflowed valley into a series of distinct topographic and hydro- 
graphic precincts. Normally, this meandering channel is capable of 
carrying the waters of the river and all of its tributaries, thereby furnish¬ 
ing complete drainage for the overflowed lands, but when the flood stage 
is reached the channel becomes overcharged and the surplus water passes 
out over the channel banks, and gradually covers the entire flood-plain 
to the base of the hills on either side. This condition usually lasts for 
about ten to fifteen days, when the flood in the channel runs out, and the 
lands previously overflowed are again properly drained by the passage of 
the surplus water back to the channel. 

The floods in these rivers are caused by torrential rains, usually in 
spring and summer, falling upon distant watersheds. The overflows 
do not occur everv vear, vet thev have sometimes occurred twice in the 
same year. It is known that the floods are uncertain, nevertheless the 
fear of their coming is constant and therefore demoralizing. 

The reclamation of the overflowed lands is accomplished bv levees, 
built along the banks of the meandering main stream channel. The 
levees necessarily begin and end at the high ground, and their effect is 
simnlv to enlarge the channel bv increasing the height of its banks. If 
sufficiently enlarged by this means, the channel is enabled to convey all 
of the flood waters, which then do not spread out over the flood-plain. 

Reclamation by drainage and reclamation by levees become associated 
problems where the trans-state or "through” rivers cross the coastal 
plain. Here the conditions are far different from those that exist in the 
upper reaches of the river. There are no foot-hills and the flood-plain 
’becomes more or less indeterminate. Instead of necessarily joining 
the river, the side drainage may go away from the river. This is illus¬ 
trated on the lower Brazos in the vicinity of the State Farms, where a 
continuous levee about sixty miles in length, and without sluice-gate 
openings, beginning at high-ground above Sugarland, and following the 
river front, would end at tide water near Velasco. It would thus confine 
to its channel the flood waters of the Brazos, meanwhile permitting the 
local drainage to be conducted to the Gulf at a different point, by passing 
out through an ancient channel called Oyster Creek. 

The following report deals exclusively with the reclamation of the 
overflowed lands by means of levees. 




































































Great Flood of 1899.—Brazos River. State Convict Farms at Sartortia. 
Fields of sugar cane, partially submerged and wholly destroyed, ap¬ 
pear to the right and left in the distance. Much of the rail¬ 
road was swept away, and the inhabitants fled from 
the valley by means of small boats. 

('Courtesy of Collier’s Weekly.) 



Great Flood of 1899.—Brazos River near Chapel Hill. A “laid by” cotton crop 
estimated at a bale to the acre lies six feet beneath this water. About 
a million bales of Texas river cotton went to similar destruction 
during this flood. (Courtesy of Collier’s Weekly.) 













Report of State Levee and Drainage Commissioner. 


11 


CHAPTER I. 

TITE OVERFLOWED LANDS. 

The overflowed lands of Texas are not the property of the State. They 
are owned largely by private individuals. They lie in tracts of irregular 
shapes and varying sizes. These tracts usually contain both overflowed 
land and high land. 

The natural fertility of the overflowed, or “bottom 5 ' lands is proverbial 
in Texas. While each flood supplements this fertility bv adding to the 
land a thin layer of- sediment, the floods are no longer necessary to the 
productiveness of the soil. On the contrary, the waters kill the growing 
plants, or destroy the matured crops. During periods when overflows do 
not occur, the annual yield is usually a bale of cotton to the acre. 

The State laws authorizing the building of levees having been per¬ 
fected only a short time, the major portion of the overflowed lands are 
unimproved and unprotected by levees. Tn this condition, their market 
value ranges from $5.00 to $25.00 per acre, according to the frequency 
and severity of the floods in the individual stream in question. The pro 
rata cost of building the highest levees rarely exceeds $25.00 per acre. 
Assuming the maximum figures in both cases, the total cost of the land 
after the levees are built would be $50.00 per acre. 

Cotton lands that annually produce a bale to the acre are so far above 
the average, that it is difficult to reach a fair valuation for the overflowed 
lands, after they have been fully protected by levees; but in the few 
levee districts that are now completed, lands thus protected, are valued 
at not less than $75.00 per acre. Considering their productiveness, this 
value is probably not at all excessive. 

From the standpoint of the State, the financial advantage in reclaiming 
the overflowed lands results from the increase in the taxable values of 
the lands reclaimed. To encourage this development by means of a 
complete survey, the State seems abundantly justified, as the following 
figures will indicate. At the present time the unimproved overflowed 
lands are assessed for taxes at a valuation seldom exceeding $10.00 per 
acre. After being protected from floods, this value no doubt could justly 
be raised to $30.00 per acre. As the present total State tax rate is 26§ 
cents per hundred dollars valuation, such an increase in assessments, 
brought about entirelv bv reclamation, would add to the State’s revenue 
about 5-J- cents per year for every acre reclaimed. The total expense to 
the State in making the survey is never more than 20 cents per acre, 
and generally does not exceed 10 cents per acre. Consequently, within 
not more than four years after the levees are built, and more frequently 
within only two years thereafter, the State is entirely reimbursed for 
making the survey. This is the only expense incurred by the State in 
reclaiming the overflowed lands. 


12 


Report of State Levee and Drainage Commissioner. 


CHAPTER II. 

THE CREATION OF THE STATE LEVEE AND DRAINAGE BOARD. 

CO-OPERATIVE SURVEYS. 

The State Levee and Drainage Board was created by act of the Thirty- 
first Legislature, approved March 19, 1909. Governor Thomas M. 
Campbell called the first meeting of the Board on July 6, 1909. At this 
meeting Arthur Alvord Sttiles of Travis county, Texas, then a topog¬ 
rapher of the U. S. Geological Survey, and residing in Washington, 
D. C., was selected as State Levee and Drainage Commissioner. 

The levee and drainage surveys of the Board were immediately insti¬ 
tuted through a formal co-operative contract with the U. S. Geological 
Survey. This agreement, authorized by the act, and accomplished July 
24. 1909, provided that the reclamation surveys should be made by the 
Federal bureau, the State designating the areas to be mapped, and paying 
one-half the cost of doing the work. 

In selecting the general localities in which the first surveys were to 
be made, the Board, upon the suggestion of Attorney General Davidson, 
applied these practical tests: After field examination by the State Levee 
and Drainage Commissioner, is the area thought to be feasible of recla¬ 
mation; have the communities taken steps to organize improvement 
districts, and does such organization appear practicable; are the surveys 
needed immediately? These underlying principles were also made a 
part of the co-operative agreement with the U. S. Geological Survey, 
and they have since grown to he the main factors upon which the State 
Levee and Drainage Board considers requests for new surveys. 

As selected in this manner, the first areas surveyed are represented 
bv the six topographic levee maps which accompany this report and 
which are fully described in a following chapter. 

Under the co-operative agreement, precise levels and primary traverse 

lines were run along the East Fork of the Trinity River from Forney 

into Collin Countv; along the Little River from Valiev Junction to 

*' ' _ */ 

Temple; and along both sides of the Brazos from Sealy to Waco. These 
lines were marked at intervals of about one mile, and a detailed descrip¬ 
tion of the marks will be found herein under the heading of benchmarks. 

Field work in co-operation with the Geological Survey continued until 
June, 1910, when the Board abandoned the joint survey for numerous 
reasons, of which the following are sufficient to mention. 

The Geological Survey required that the territory being mapped should 
be divided into rectangular blocks about eight miles square, called “quad¬ 
rangles/" and that these blocks should be completely mapped. As the 
overflowed valleys are very irregular, and are generally not eight miles 
wide, this quadrangular system necessitated the expensive surveying and 
mapping of much territory in the hills, that had nothing to do with the 
reclamation work of the State, yet the Board was required to pay half 
the cost of doing the extra surveying. The cost of the co-operative work 
was further increased somewhat by inapplicable methods. The mapping 


Report of State Levee and Drainage Commissioner. 


13 


was not uniformly up to the usual standard of accuracy, and considerable 
remapping, correcting, and resurveying was therefore necessary. 

When the co-operative survey was discontinued, the Commissioner, 
then employed as civil engineer to the Board, made the hydraulic meas¬ 
urements and computations, and worked out the levee plans for all of the 
areas that had been topographically mapped. 

The results of the surveys made under the initial Act of 1909, being 
in the hands of the engravers at Washington, D. C., a brief report of 
progress was transmitted to the Governor by letter, dated December 
31st, 1910. 

The Act of 1909 appropriated $50,000.00. Of this amount $18,417.00 
was spent for co-operative surveys with the U. S. Geological Survey. 
The sum of $1776.72 was expended for hydrographic surveys and office 
work done independently of the federal bureau, and the balance remain¬ 
ing, or $29,806.28, was reappropriated by the Act of 1911. 


14 


Report of State Levee and Drainage Commissioner. 


CHAPTER III. 

THE WORK OF THE BOARD UNDER THE AMENDED LAW. 

The law creating the State Levee and Drainage Board was amended 
by an Act of the Thirty-second Legislature approved March 20th, 1911. 
The amended law now in effect authorizes the necessary levee and 
drainage surveys to be made independently by the Board, or under co¬ 
operative contracts with other institutions, in the event the latter method 
subserves the best interests of the State. This law also authorizes a 
stipulated salary for the State Levee and Drainage Commissioner. 

Lnder the provisions of the present law, the Commissioner secured 
the valuable assistance of the TJ. S. Department of Agriculture in the 
matter of drainage surveys in the coast country of Texas. A memo¬ 
randum upon the subject was signed May 25th, 1911, by Mr. Charles 
G. Elliott, then Chief of the Bureau of Drainage Investigations. Agree¬ 
able to this order, drainage surveys were continued along the Rio Grande 
with Mr. W. X. Hall, Drainage Engineer, in charge. Headquarters were 
also opened in Houston with Mr. H. A. Kipp, Drainage Engineer, in 
charge. Under Mr. Kipp’s direction, a drainage survey was made of 
Jefferson County. All of this work was done by the U. S. Department 
of Agriculture at government expense. Upon the grounds of co-oper¬ 
ation, the State was not requested to contribute to the expense of the 
undertaking. 

The greatest federal assistance to the State levee and drainage work 
is being given by the Corps of Engineers, U. S. Army. A resurvey of 
the Trinity River was authorized by Congress; and soon thereafter the 
Commissioner held numerous conferences with Major T. H. Jackson, 
Corps of Engineers, headquarters at Dallas. Texas, concerning the 
feasibility of co-operative surveys with the State Levee and Drainage 
Board. As a result of these conferences it became apparent that the 
work to be done by the War Department was, to a certain stage of de¬ 
velopment, identical with the requirements of the State in reclaiming 
the overflowed lands. On this account, and in courtesy to the State, it 
was decided to conduct the federal surveys, as far as possible, in a manner 
advantageous to the reclamation work of the State. With the approval 
of the Board, the Commissioner agreed to give, upon request of the 
federal department, such technical assistance as might be desired. Five 
surveying parties of the War Department are now in the field, extending 
primary traverse and precise leveling along the Trinity River from a 
point near Dallas, to tide water. The channel of the river is also being 
cross-sectioned at intervals of about every quarter mile; and more de¬ 
tailed cross-sections of both channel and valley are being taken every 
mile, throughout the entire length of the river, which is about 500 miles. 

It would be impossible to intelligently plan a levee system for this 
river without the results of the survey now being made by the Corps of 
Engineers. If the work was not done bv the federal government, it would 
ultimately have to be done by the ►"date. As the methods being used by 
the War Department are practically the same as those in use by the State 


Report of State Levee and Drainage Commissioner. 


15 


it i.s thought that the Trinity survey will cost the federal government 
about $75,000.00. The levee and drainage work of the State may, there¬ 
fore, be regarded as having been benefited to this financial extent. The 
final results of the Trinity survey will probably be available during 1913. 

The Commissioner also endeavored to secure for the State levee and 
drainage work the assistance of the IT. S. Geological Survey. The annual 
appropriation for topographic surveys by this bureau is made bv Congress 
in the form of a lump sum ; and at the present time no definite system 
is employed in dividing the work among the several States. Upon any 
reasonable basis of division, Texas should annually receive a pro rata 
share of the topographic work amounting to about $20,000.00. As a 
matter of record, during the past sixteen years, the State has received 
from the Geological Survey in topographic surveys about $4000.00 per 
annum. The Commissioner prepared from the records a statement of 
these latter facts, and upon this basis requested of the Geological Survey 
an increase in the annual topographic allotment for Texas, with the 
added request that the federal surveys be made where they would be of 
the greatest practical value to the State in reclaiming the undrained and 
overflowed lands. The Geological Survey, however, declined to accede 
in any manner to the request of the department, unless the State should 
pay one-lialf of the expense of doing the work. 

As practiced in the United States, contour topographical surveying 
and mapping is a branch of engineering that has been developed in the 
federal government mainly during the past fifteen years. It is an art 
not known in this State, and it is taught in only three of the larger 
universities of the United States. To secure topographic engineers from 
the federal government is not always feasible, and they cannot be had 
elsewhere. Upon the taking effect of the present law, the Commissioner 
was therefore forced to select men most qualified; and to train them in 
topographical engineering. At best, this is a slow and difficult task, 
but in the present instance, gratifying progress has been made. Less 
than one year ago the first topographic assistant was employed, and inde¬ 
pendent work was begun in the field. Since that time three engineers 
have become qualified in the various lines, with several other younger 
men now in training. 

Notwithstanding the necessity of instructing a field force in the limited 
time mentioned, admirable progress has also been made in the topo¬ 
graphic mapping of new areas. The Mays field and Cameron sheets have 
been completed The Holtzclaw P ridge sheet is almost completed, and 
the Dallas sheet will be completed in a very short time. Primary tra¬ 
verse lines and primary level lines have been extended along the Trinity 
River from a point about ten miles below Dallas to a point about twelve 
miles beyond Fort Worth. Much of this is double line, covering both 
sides of the river. 

The levee maps of the new areas mentioned are not covered by this 
report but will be published promptly upon completion. The new pri¬ 
mary traverse line is 105.2 miles long. The new primary level line is 
94.8 miles long. These lines are now finished, and the resulting bench¬ 
marks are described in tabulated form at the end of this repoit. 

In view of the hardships, exposure, and attacks of malarial fever, 
which all of the new field employes have continually suffered as a natural 


16 


Report of State Levee and Drainage Commissioner. 


but unavoidable consequence to continued service during winter and 
summer, it is appropriate at this time to congratulate them upon their 
faithfulness to the work of the State ; and to especially mention in this 
connection the three engineers, now at work, who have developed excep¬ 
tional skill. These are: Dixon B. Renick, R. G. Tyler, and Ernest J. 
von Rosenberg. 

The topographic mapping of this department is being done upon a 
larger scale than that employed by the U. S. Geological Survey during the 
recent co-operative work. The resulting maps are therefore much more 
accurate and detailed than those of the federal bureau. Hence it is diffi¬ 
cult to compare the two types in point of output. Comparing them as to 
cost, it appears that, as done by the U. S. Geological Survey, topographic 
mapping costs the State more with government assistance than similar 
work of a higher quality costs without government assistance. The co¬ 
operative mapping cost the State 10 cents per acre. The more accurate 
mapping done independently by the Board costs 8^ cents per acre. 

The primary traversing and primary leveling of this department is 
also of a higher order than that done by the Geological Survey. Com¬ 
pared to the work of that bureau, the lines being run by the Board are 
marked at almost twice as many points, and true meridians are perma¬ 
nently marker! upon the ground. The State work costs somewhat less 
per mile than the work of the Geological Survey. 

With the complete organization of the department, the recent purchase 
nf the necessary technical instruments, and the continued training of 
the corps of assistants, it is reasonable to suppose that the reclamation 
surveys of the department will cost correspondingly less in the future 
than they have during the past year. 

The Act of 1911 reappropriated $29,806.28 for the work, and also set 
apart an additional sum of $12,000.00 to be used if, in the discretion of 
the State Levee and Drainage Board, it was needed. Prior to August 
31st of the present year, only $10,024.65 had been spent out of the first 
mentioned sum ; and on account of the time required in organizing the 
department, the contingent item of $12,000.00 has not yet been needed. 


Report of State Levee and Drainage Commissioner. 


17 


CHAPTER IV. 


THE SURVEY. 


The Texas overflowed valleys being* generally arranged in a series of 
distinct topographic and hydrographic divisions, each division constitutes 
the natural basis of a complete levee system, more or less dependent upon 
a similar system in each of the other divisions. It is seldom that one of 
these entire divisions is owned by a single individual; therefore, in every 
sense, levee protection is essentially a co-operative enterprise. Upon the 
same principle that the different interests within a single division are 
mutually protected, the different interests of adjacent divisions should 
also be mutually protected. Though the levees may be built one at a 
time, when all are finally completed, the several divisions in the valley 
throughout, should together form a continuous system in which there is 
the least danger of disastrous conflict. The department has endeavored 
to design the levees in a manner such that this result will ultimately be 
attained. 

Such an extensive levee plan can be based only upon a most accurate 
and comprehensive survey, the field work of which may be said to begin 
in the immediate division that is to be leveed, from which locality it 
■covers the other levee divisions adjacent. Naturally^ a survey of this 
magnitude is not practical as a private work. It is little less feasible 
from a county standpoint. Obviously, it is a State undertaking. 

The State views the levee problem from the head to the mouth of the 
Tiver. The county is interested in the single division; and the private 
individual does not look beyond the boundaries of his own property. 
So. from the facts which only the survey can establish, the State desires 
this information: Will the new levee conform to the general system, 
and will it co-operate to the natural advantage of all the other divisions ? 
The county requires to know: Is the individual enterprise feasible, and 
practicable; is it needed; will it be conducive of the public health; and 
is it a public benefit, and a public utility? But to the property owner 
the vital question is: Will the project pay him? 

To answer all of these questions correctly, the survey must minutely 
establish the facts by showing, among other features, the following: 
The detailed topography of the divisions involved; the boundaries and 
acreage of each tract of land, ’showing in correct relative position the 
amount reclaimed, and the portion left unprotected; the high-water 
marks, and the flood limits ; the maximum flood discharge of the main¬ 
stream, and of all the significant tributaries; the hydraulic gradients 
existing during flood stages, and likely to exist after the levees are built; 
the flood level that will result from building the levees; the necessary 
hydraulic capacity of floodwavs, canals and sluice-gates; the most prac¬ 
ticable yet hydraulically correct position for the levee, its distance from 
the banks of the main channel, and from other levee positions, its curves 
and tangents, its height, grade, cross-section, slopes and cost. 

The methods employed by the State Levee and Drainage Board in 
m a kino- the reclamation survevs have been modified, refined, and made 


18 


Report of State Levee and Drainage Commissioner. 


applicable to the special requirements; but in the main, they are similar 
to those originated and developed by the U. S. Geological Survey, during 
the past fifteen years. 

The survey is separated into two general divisions, namely, topographic 
and hydrographic. The field work of the topographic division requires 
three distinct procedures. First, the determination of the latitude and 
longitude of certain definite, fixed points called “benchmarks.” This 
resulting basic information is called “horizontal control.' Second, the 
determination of the precise elevation above sea level of the same or 
independent benchmarks. This data is called “vertical control.” Third, 
the construction of the topographic map upon which all auxiliary fea¬ 
tures are held in correct relative position, or are “controlled" by the two 
mentioned types of benchmarks. 

The uniform system used in the survey of the public lands of the 
United States does not obtain in Texas. There are no standard and 
accurate section corners from which detailed field measurements may 
reliably be made. The only geographic locations of this nature are the 
triangulation stations of the various federal bureaus, contained in systems 
which barely reach the eastern quarter of the State, and in which known 
points are seldom closer together than twenty miles. In States where 
the public land system is available, the section and township lines are 
frequently regarded as adequate horizontal control for the average recla¬ 
mation maps. There being no such reference points in Texas, however, 
some dependable form of horizontal control is absolutely essential. 

The horizontal control for the reclamation maps of this department 
is obtained by means of an accurate and effective process called “primary 
traverse.” This is a system of measurements extended in a continuous 
line from a geodetic point previously established by triangulation or 
astronomy, to a similar point of closing; or the traverse is returned as 
a closed circuit to end upon its point of beginning. The line takes the 
most convenient course, hut as a rule, approximately follows a central 
route through the flood-plain. 

The traverse line is permanently marked at intervals of about one 
mile, with a heavy iron post benchmark, usually set at points that are 
locally well known throughout the countryside. These posts are four 
inches in diameter, and four feet long. They are placed firmly in the 
ground and permitted to project about six inches above the surface. The 
bottom of the post has a ten-inch flange which retards settling, and 
prevents the benchmark from being easily pulled up. The center of a 
bronze cap on each post marks the precise point of latitude, longitude, 
and elevation ; and the figures representing these values are stamped by 
hand thereon. The cap bears the seal of the State, and a notice of the 
law which provides a penalty for willfully disturbing the benchmark. 
Other marks of a more temporary nature are set about every quarter 
mile, and numerous significant objects are also established, or “cut in” 
bv secondary triangulation from the traverse line. The benchmarks have 
nothing whatever to do with the final position of the levees or other 
improvements. They are for the use of the engineers in making the 
survey. At intervals of about seven miles, and if possible on a county 
road, or near a church or schoolhouse, the true north is staked out upon 
the ground, by means of two benchmark posts, placed about fifteen bun- 






























The Johnson Plane-Table 
survey pattern. ( 


and the Telescopic Alidade. U. S. Geological 
Manufactured by W. and L E. Gurley, 

Troy, New York.) 



The Price Current Meter ( electric)—Manufactured by W. and L. E. Gurley, 

Troy, New York. 
















Report of State Leyee and Drainage Commissioner. 


19 


dred feet apart. From these two posts the correct declination of the 
compass needle may be determined at any time during the levee work. 
Incidentally the true meridian is thereafter available to county surveyors 
and the public generally. 

In primary traversing, the horizontal angles are measured with an 
engineer’s transit of high order, reading to 30", equipped with a full 
vertical- circle, and stadia wires. The distances are measured with a 300- 
foot steel tape, held horizontally, and placed under a 12-pound tension. 
All distances measured with the tape are recorded by each tapeman. 
The transitman with the stadia also reads every distance and records it 
in a separate notebook. This is a precaution against such gross blunders 
on the part of the tapeman, as the forgetting of a tape length or a plus 
distance. The true azimuths are obtained from observations upon the 
star Polaris, at or near elongation. Observatory time is daily secured 
from Washington, D. C., by courtesy of the Western Union Telegraph 
Company. The position of the star is computed from astronomical tables 
furnished bv the various federal bureaus. The convergence of meridians 
is indicated by the observed azimuths, and is proportionately applied as 
a correction to the instrumental plain azimuths. The latitude and longi¬ 
tude of each mark on the line is then computed from the well-known 
formulae. 

The primary traverse circuits recently completed by this department 
have closed with a probable error of 1 in 6160, or a little less than 10 
inches in a mile. The average cost of the traverse work has been about 
$10.50 per mile. 

The vertical control follows the primary traverse line, and all traverse 
benchmarks are further utilized for elevation marks. This type of work 
is called “primary leveling. 77 The instrument used is a 22-inch Y-level, 
equipped with stadia vires. 'File rod is of the New York type, and the 
Geological Survey pattern. While in use the level is protected from the 
direct rays of the sun by means of a large umbrella held over it by an 
assistant. In this wav errors resulting from unequal expansion are elimi¬ 
nated. Actual work is suspended during high winds and when the air is 
“'boiling/' 7 Lengths of fore and back sights are equalized to avoid accu¬ 
mulation of instrumental error, and the effect of the earth’s curvature. 
In order to secure accuracy on turning points, a steel pin, carried by 
the rodman for the purpose, is driven into the ground each time, and 
' the rod is set upon the head of the pin. The rod is held truly vertical 
by means of plumbing levels. Both levelman and rodman are required 
to 'keep the level notes; and after each sight, the figures in the final 
results are compared to prevent numerical errors. The limit of accumu¬ 
lative error set" by the IT. S. Geolo gical Survey in th is class of leveling 

is expressed by the formula .05 V distance in miles. For example, an 
error of one-half foot vertically is allowable for 100 miles of line. All 
of the primary leveling recently done by this department, however, has 
checked well within this limit of error. The average speed has been 
about 4 miles per day; the average cost about $5.50 per mile. 

The topographic mapping is done with the plane-table. This is a field 
instrument eminently suited to its purpose. Tt is essentially a tripod 
with an adjustable head, to which a drawing board is attached. To this 
board is secured, with thumb-screws, a plane-table field sheet of heavy 



20 


Report of State Levee and Drainage Commissioner. 


map drawing paper which does not permanently change in size when 
exposed to the weather. C pon this sheet the map is made bit by bit, 
day by day, out in the open country. When the topographer has covered 
the area, the mapping has covered the paper. With the plane-table, there 
are no office computations from surveyors’ notes, and no map blunders 
from that productive source. 

A separate part of the plane-table consists of a telescope mounted upon 
a heavy metal plate which serves as a ruler or straight edge. This instru¬ 
ment is the “alidade.” When the tripod legs have been firmly set in 
the ground, the alidade is placed upon the drawing board, and is operated 
from any point on the plane-table sheet. The alidade contains the stadia 
wires, the level, and the compass-needle. It, therefore, measures distance 
difference of elevation, and direction. With the alidade, the plane-table 
is placed “square with the world,” or “oriented”; and is then made rigid 
by a clamp on the tripod head. 

’ The plane-table mapping of the overflowed valley begins with the con¬ 
struction of a “polyconic” geographical projection upon a plane-table 
field sheet representing the area that is to be mapped. The sheet is 
designated by the name of the most important topographic feature that 
comes within the area: such, for example, as the “Rockwall Sheet.” By 
means of their geodetic co-ordinates, the controlling benchmarks are 
carefully platted upon the projection. From these benchmark positions, 
the mapping progresses until all of the significant features of the area 
are located ; and with contour lines are delineated in their correct relative 
sizes and shapes, or by appropriate symbols are indicated in their correct 
positions, and the complete topographic map is finished. 

The principal hydraulic field measurements necessary in the levee 
survevs are made to determine the maximum discharge of the streams. 
This quantity is expressed in “second-feet,” and is obtained bv multiply¬ 
ing the number of square feet in the cross-section of the stream by the 
mean velocity of the current in feet per second. The water surface fixes 
the size of the cross-section, and as the area is measured in the usual 
manner, the only significant part of the problem is the determination of 
the mean velocity. This may be done in the three following ways: 

When a flood is actually passing in a stream, the measurement is quite 
a simple matter. A section of the stream as long as possible, is selected 
where the channel and flood-way are comparatively straight, and reason¬ 
ably uniform. About the middle of the section a cross-section is selected. 
The water surface is carefully marked, and the area of the cross-section 
in square feet is subsequently determined. The actual velocities of the 
water in feet per second are then measured with a modern current meter, 
preferably of the electric type. The meter is lowered into the water at 
intervals of about ten feet along the cross-section, and is read twice at 
each interval: once at a point about .2 of the depth below the water 
surface, and once at about .8 below it. The mean velocity'of each 10-foot 
vertical section is the average of the two meter readings. The discharge 
of each vertical section is the product of this average velocity by the area 
of the vertical section. The sum of these several products is the total 
discharge of the stream; which, divided by the area of the entire cross- 
section, gives the mean velocity of the stream. 

If the stream is too swift or too deep to admit of wading, the meter 







Topographers at work with the plane-table 
(Photos by von Rosenberg.) 

















Topographers at work with the plane-table 
(.Photos by Buchanan ) 















Report of State Levee and Drainage Commissioner. 21 

may bo operated from a bridge, a cable-way, a ferry boat, or a captive 
skiff. The depths at which the meter is lowered into the water will be 
indicated upon the graduated rod or cable that suspends the meter. The 
horizontal intervals at which it is lowered may be marked upon a bridge 
rail, upon a rope or wire stretched across the stream, or established by 
any other convenient means. 

The surface velocity of the stream can also be reliably calculated by 
using floats of any convenient type, not likely to be affected by the wind. 
A comparatively straight base 200 to 400 feet long, extending an equal 
distance upstream and downstream from the cross-section, is laid off 
along the bank and marked at both ends. A float is placed in the middle 
of the stream sufficiently far above the upstream end of the base that 
the float may adjust itself to the current before it reaches the first mark. 
The time required for the float to traverse the measured base is noted 
in seconds. To avoid error, a number of floats are observed in this way, 
and an average period of time is obtained. The number representing 
the length of the base in feet, divided by the number representing the 
average time in seconds, gives tire average surface velocity in feet per 
second. The surface velocity multiplied by the coefficient .8 gives the 
mean velocity of the stream, and should fairly check the value obtained 
with the meter. If the stream is large, the surface velocity should be 
determined at several equal transverse intervals. The mean of the surface 
velocities found at these intervals represents approximately the mean 
surface velocity, which is then reduced to the mean velocity, as above 
stated. 

In levee work, it is generally necessary to know the maximum dis¬ 
charge of the stream during the highest floods of record, but naturally 
the opportunity of actually measuring one of these is a rare occasion. If 
the high-water level of the highest flood can be obtained at a cross-section 
where two or three of the lesser floods have been actually measured, the 
maximum discharge of the stream during the highest flood of record may 
be closely approximated. This is accomplished by a rectangular graphic 
proportion, in which a horizontal scale reading from left to right along 
the bottom edge of the diagram is made to represent discharges in second 
feet, and another scale reading from bottom to top on the left-hand ver¬ 
tical side of the diagram is made to represent gauge heights, as indicated 
by the high-water level. The zero of both scales is the lower left-hand 
corner of the diagram. The discharges of the several lesser floods that 
have been actually measured are laid off upon the horizontal scale, and 
their corresponding gauge heights upon the vertical scale. In the case of 
each flood, the intersection of a vertical line from the horizontal scale with 
a horizontal line from the vertical scale indicates a point upon what is 
called the “discharge curve/’ which, beginning at zero, will be found to 
pass upward, and to the right o ver the diagram. The several floods actually 
measured when platted in this manner, will determine the general course 
of the discharge curve. A horizontal line from the gauge height repre¬ 
senting the highest water of record may then be drawn to intersect this 
discharge curve, extended. From this point of inteisection a vertical line 
is dropped to the discharge scale, and the maximum discharge of the 
highest- flood of record is indicated by the scale. The discharge curve 
should be extended with caution. If the shape and size of the cross- 


22 


Report of State Levee and Drainage Commissioner. 


section changes materially between the highest flood actually measured, 
and the highest flqod of record, the estimated maximum discharge will 
not be reliably indicated. 

K) 

The velocity of the current of a stream may also be theoretically deter¬ 
mined by Kutter’s Formula. This well-known formula is employed when 
the stream has ceased to flow; or when at ordinary stage it is desired 
to ascertain the rate of speed that the water assumed in the stream 
during flood stage. As a rule in Texas, flood velocities are most con¬ 
veniently measured theoretically where the various railroads cross the 
overflowed valleys. Such crossings frequently contain long sections of 
trestlework. Kulter’s Formula would be of the greatest assistance if it 
could be used to ascertain the velocity of flood waters passing through 
this piling, but experience shows that it does not altogether apply under 
such circumstances. By actual tests with the current meter, this depart¬ 
ment is now endeavoring to develop a modification to the regular formula 
that will make it more applicable to these trestle cross-sections. The 
results of these experiments will be given in a subsequent publication. 

As generally used, Ivutter’s Formula is as follows: 


Mean Velocity = • 


1.811 .00281 

- Y hi- 65 + 

n s 

{ .00281 
1 H~ | M ■ 65 -f- 



} |/rs 

-J 


Where r—the hydraulic radius; s ~the slope of the water surface; 
and n —a numerical value designed to represent the physical condition 
of the water course. Pending experiments now being made in the Texas 
streams, the value .035 has been assumed as the coefficient of n. Under 
usual conditions, it is thought that the formula gives fairly reliable 
results. 

In applying Ivutter’s Formula, a straight and uniform section of the 
stream is selected, and a cross-section taken about the middle of the 
section, as already described. The upper boundary of the cross-section 
is the straight line representing the water surface. The lower boundary 
of the cross-section is the profile of all the submerged ground surface; and 
this is also the “wetted perimeter.” The area of the cross-section in square 
feet divided bv the length of the wetted perimeter in feet gives the hy¬ 
draulic radius, r. The hydraulic slope is indicated by a water mark 
located upstream from the cross-section, and by a similar one located 
downstream from the cross-section. The value s is obtained by dividing 
the difference in elevation between the two water marks, by the distance 
between them. Substituting in the formula the appropriate numerical 
values for these several terms, the resulting theoretical mean velocity is 
deduced. 

Aside from making velocity measurements of actual floods, the hy¬ 
draulic surveying of this department is usually deferred until the com¬ 
pletion of the topographic mapping. Theoretical hydraulic investigations 
are* then much simplified, and many of the problems may be solved 
directly from the complete data shown upon the topographic field sheets. 









(Courtesy of the U. S. Geological Survey.) 




































Report of State Levee and Drainage Commissioner. 


90 


After the completion of the entire survey, made in the manner de¬ 
scribed, the necessary levee and drainage systems are designed upon the 
field sheets, from which preliminary profiles and estimates are also made. 
The co-ordinates of points on these graphic locations are obtained from 
the topographic map, and the positions of the improvements, with such 
minor modifications as may be permissible, desirable, or necessary, are 
then marked out upon the ground. 


24 


Report of State Levee and Drainage Commissioner. 


CHAPTER V. 

LEVEE LOCATION, HEIGHT AND GRADE. 

It is a well-known characteristic of the overflowed river valleys that 
tiie ground surface, rising gradually from the base of the foot-hills at 
either side of the flood-plain, reaches its greatest elevation at the banks 
of the channel overlooking the principal stream. Hence, a levee to be 
of minimum height and maximum protection should be built along this 
crest, but a stable position cannot be obtained so near the channel, and 
the distance which should separate the proposed levee from the adjacent 
stream bank may be regarded as the result of a compromise between 
practical interests, and other more technical requirements, now to be 
discussed. 

The case is selected for illustration where a protection levee is required 
upon each of the opposite sides of the stream channel. As a first re¬ 
quirement, obviously a flood-wav or clear space large enough to convey 
the entire flood volume, must be provided between the opposite levees. 
The fixed factor of this flood-way is the maximum discharge of the 
stream, during the highest flood against which the proposed levees are 
designed as a protection. The adjustable factors are the heights and 
positions of the proposed levees, or the two dimensions sought. As pre¬ 
viously explained, it follows conversely that the maximum discharge of 
the stream divided by the mean velocity of the flood, gives the cross- 
sectional area of the required flood-wav. fljie area of the cross-section 
of the channel being established by nature, it remains to increase or 
diminish the heights of the opposite levees, and the distance between 
them, until the proper supplemental area in the flood-way cross-section 
is found. 

The simplest manner of finding this area is by a series of compu¬ 
tations, using trial positions and heights for the levees. For this purpose 
a cross-section of the proposed flood-way may be considered at any point 
desired. As represented in Figure 1, the anticipated flood level is the 
surface of the maximum flood, raised somewhat by reason of the levees. 
A trial elevation of this flood level with a trial distance separating the 
opposite levees, is assumed. Hot being uniform throughout, the cross- 
section must be treated in three sections. The middle section represents 
the stream channel; the two end sections, BC and FG, represent the 
spaces between the channel banks and the levees. Usually, there is no 
reason to know with safe accuracy the actual mean velocity of each of 
the three sections. The separate mean velocities must, therefore, be 
theoretically calculated by applying Kutter’s Formula, as previously ex¬ 
plained. The wetted perimeter of the channel cross-section is the line 
CDEF; that of the end sections is the ground surface, BC and FG, and 
the submerged sides of the levees. The vertical distances, CX and FY, 
from the channel banks to the flood surface are not counted as part of 
the wetted perimeter. The hydraulic slope s and the coefficient of 
roughness n are the same for all parts of the cross-section. 

Having computed the mean velocity and maximum discharge of each 
section of the cross-section, the total maximum discharge through the 
entire cross-section is obtained by adding these three results. Comparing 


Report of State Levee and Drainage Commissioner 


25 


i 













26 


Report of State Levee and Drainage Commissioner. 


this maximum discharge with the known maximum discharge of the 
stream, the area of the cross-section with the assumed positions and 
heights of the levees is shown to be correct, or too great or too small. 
If not correct, another trial computation is made with the assumed values 
changed in the direction last indicated, and the correct dimensions are 
:soon found. 

It will be noticed that an increase of a few inches in the elevation 
of the high-water level in the flood-way is equivalent to an increase of 
a hundred feet or more in the distance between the levees and the channel 
banks. But great care must be exercised in raising this level. The 
‘“regimen,” or usual system of the stream, changes as the flood level rises. 
Sudden and disastrous alterations may take place in the channel; or 
existing levees further upstream may be overtopped by the resulting 
backwater. This department is making investigations in the Texas rivers 
to ascertain, if possible, more specifically where the hydraulic danger 
point lies in this vertical direction. Pending additional information, the 
practice of materially raising the flood level has been avoided; and in 
the work of the department thus far, it has not been found necessary 
even in extreme cases to raise it more than two feet. 

In addition to the foregoing requirements of a flood-way of adequate 
hydraulic capacity, the distance between the proposed levee and the bank 
of the channel is further governed by the following features of a more 
local nature; namely, stability of base foundation; dangers resulting 
from caving banks; the necessity of sufficient space for properly formed 
borrow pits and bermes; and the danger of current wash. 

Surface and cut-bank examination of the streams that have been sur¬ 
veyed by this department indicate an excellent quality of soil for levee 
building. Sand deposits, bogs, and other faults are rare ; and in the 
few cases where difficulties of this kind have been observed, the trouble 
is effectively obviated by slightly shifting the preliminary position of 
the proposed levee. 

Naturally, the danger from caving banks may be regarded with little 
more anxiety. Compared with many streams successfully leveed long 
ago, the banks of the Trinity, Brazos, and Little River, do not cave to 
any alarming extent. In the well-defined places where caving does take 
place, it is evident that the caving stops when the bend reaches a certain 
limit of sharpness. Furthermore, in the present condition of the river, 
the caving is gradual, and seldom begins until the waters are subsiding. 
This fact is so well recognized along the Brazos that to the experienced 
resident, the sound of falling banks is the sign of falling floods. These 
caving banks, however, are obviously the points of some danger, and must 
be dealt with upon individual merit. Probably some time will elapse 
before the cost of artificial revetment along these rivers will be justified. 
Yet in many places nature, unaided, seems to attempt a revetment with 
thickets of quick-growing trees. Following this natural indication, 
doubtless much can be done to check and perhaps altogether stop the 
'Caving in places where, in the intervals between floods, a thick forefront 
of willows and cottonwoods could be planted-and protected until well 
grown. But this procedure, while well deserving of trial, is more or 
less superficial. At the present time the only positive precaution is that 
of locating the levee at a safe distance from the caving bank Alono* 


Report of State Levee and Drainage Commissioner. 27 


the streams mentioned in this report such a distance ranges from 200 
to 300 feet; and may be more specifically determined after careful obser¬ 
vations and study of the peculiarities of the individual stream in the 
section involved, where the remaining portions of formerly straight and 
continuous fence lines, roads, ridges, and other topographic features, or 
historical facts are available as evidence of the progress and extent of 
bank caving. 

The space required for a properly formed and located borrow pit is 
dependent upon the size of the levee that is to be built. As the earth 
must be taken only from the side of the levee adjacent to the stream 
channel, the dimensions of the borrow pit may be had from Table I, 
using the height and crown of the proposed levee as arguments. This 
space must also be sufficient to provide for a berme at the toe of the 
levee, and another undisturbed strip of land between the outer edge of 
the borrow pit and the channel. The berme is usually twenty feet wide, 
and. the distance from the borrow pit to the channel should, in general, 
not be less than 100 feet. 

The dangers to the levee position which result from current wash may 
be seen from Figure 2. In the illustrative case presented, the greatest 
velocity exists near the center and upper portion of the cross-section. 
From this point the dangerous velocities decrease in the direction of the 
channel banks, and disappear between the banks and the levee positions. 
Experiments are now in progress by this department which, it is hoped, 
will result in a more accurate determination, in the Texas streams, of 
the nature of these side currents, and the risk to the levees which may 
result therefrom. In consideration of this type of hydraulic danger, 
the levees along the Brazos, Little River, and Trinity have not been 
located nearer to the adjacent channel bank than 250 feet, this distance 
being indicated by data at present available. 

The grade along the top of the levee must obviously be parallel to 
the surface of the highest flood that is expected to be held back by the 
levee. The proper difference of water level existing at any two points 
on the levee, divided by the distance between the two points, clearly estab¬ 
lished this grade. If no difference in water level is found between the 
two points, the levee is supporting back water, the grade is zero, and the 
top of the levee is level. If the levee is retreating from the main stream, 
and following the up-grade course of a tributary stream, to join the high 
land, the grade of the levee adopts the grade of the side stream, plus 
an increasing height due to the back water curve. The surface slopes 
of all floods are bv no means parallel. In the Texas streams, the great 
flood of 1899 gives a generally uniform longitudinal surface profile; 
whereas, the smaller ones present rather unaccountable wave effect. As 
a basis "for levee grades, the surface slope of the water at lowest stage 
is scarcely more reliable than the slope indicated by the high-water marks. 
The safest hydraulic datum to which the top of the levees may be built 
parallel, is the water surface in the channel of the stream adjacent to 
the levees, as determined during the highest available stage of the stream, 
but after all evidence of distuibance has disappeared and the condition 
of the stream is stationary. As a precaution against the possible erratic 
behavior of the flood volume, the levees, having been established upon 


28 


Report of State Levee and Drainage Commissioner. 





















29 


Report of State Levee and Drainage Commissioner. 


this grade, are then built two feet higher than the level of the anticipated 
high-water. 

Under primeval conditions a flood, spread out over an unprotected 
valley, moves along its course in the form of a lower volume, and an 
upper volume; and the two are frequently in conflict. The lower volume 
fills the meandering main channel of the stream, and extends directly 
upward to the high-water surface, except in places where the upper 
volume is sufficiently powerful to sweep across it, causing a sub-surface 
deflection. In which case there is a stratum where the water is not 
moving. The upper flood volume covers the flood-plain. When the levees 
are built parallel to the channel, the original condition of the upper 
volume of the flood is eliminated; all of the waters are required to follow 
the main channel; and the hydraulic slope indicated by the original 
high-water marks no longer exists. The movement of the flood in its 
original condition, no doubt, is greatly retarded by the presence of this 
upper flood volume, and the resulting cross-currents. 

In a flood-plain where the main stream channel meanders extensively, 
the original high-water slopes, and those that are expected to exist after 
the levees are built, sometimes lead to singular combinations that require 
■considerable investigation and study. Certain characteristics of the 
original flood surface slope as a whole, may therefore, be observed. This 
slope is not necessarily the same throughout, as the slope of the average 
ground surface beneath it. A line of equal elevation passing through a 
high-water mark is generally normal to the longitudinal axis of the valley. 
The surface of the flood does not always fall in the direction that all 
of the flood travels; consequently a paradoxical situation takes place 
among the original high-water marks, when they are considered solely 
in relation to the meandering stream channel. Following down the 
natural flow of the channel, along the bank of a bend that has meandered 
half-wav around, a high-water mark located not far from the channel 
upstream, is lower than a similar mark further downstream; and the 
contradictory condition continues until the channel resumes the direction 
of the moving flood surface. 

It will be seen that the foregoing process for finding a suitable position 
for the levee has the effect of determining a series of points along the 
proposed route through which the levee must be built. With these points 
thus established, the levee alignment must not under any circumstances 
consist of tangents and angles. There must be no angles. The stream 
does not employ angles in any part of its length; and as already shown, 
the levees, to avoid cross-currents must follow with moderate precision, 
the meanderings of the stream. The straight portions of the levee must 
be connected by curves. From a hydraulic standpoint, a circular curve 
is the least desirable, but a curved connection which reaches its greatest 
abruptness at the lower end, furnishes the maximum protection against 
washing along the outer levee. In bends of the channel so sharp that 
it is not feasible to levee around them, and Avhere there may be severe 
cross-currents, a single dyke, or spur levee should be built from the main 
levee at the upper end of the bend to a position well within the point 
of the bend. In this manner the great flood volume is safely turned by 
the aid of its natural channel; and does not encounter disturbances when 
leaving the levee system at the upper point, or returning to it at the 
next lower point, but moves serenely along a natural and consistent grade. 


30 


Report of State Levee and Drainage Commissioner. 


CHAPTER VI. 

CUTTING RENDS—CHANNEL IMPROVEMENT. 

As a simple means of lessening the floods in the overflowed river 
valleys, the first impulse of the casual observer is to shorten the channel 
by cutting the bends. This is far from being a simple means. The 
primary effect of shortening the channel is to increase the natural estab¬ 
lished grade of the stream. The direct result of such a change is usually 
to cause the stream to begin anew its adjustment between channel and 
grade, which may mean bank caving, shoaling, the overtopping of levees, 
and other serious damage more difficult of forecast. In actual experience, 
it has universally been observed that, briefly, the cutting of bends whereby 
the established grade is materially increased will lower the overflow for 
a distance above the cutting, but will very much raise -the flood level in 
the immediate sections downstream. This fact alone is sufficient to 
justify the most cautious procedure, if not altogether to prohibit the 
shortening of such bends. 

On the other hand, it is sometimes necessary to change the position 
of part of a stream by duplicating or even shortening certain bends of 
the channel in order to facilitate levee building. The established grade, 
of course, may be actually preserved in the duplicated bend ; and in the 
shortened bend, the change may be comparatively so insignificant or so 
isolated that the increase in the grade is practically eliminated by the 
effect of the back water. 

The cutting of bends to facilitate drainage through channels having 
insufficient grade is altogether another problem. In this case the estab¬ 
lished grade is regarded as an elastic feature, and may be brought to the 
lequired (but safe) degree of steepness by shortening certain bends. 

In all navigable streams, however, permission to cut the bends must 
be obtained from the Secretary of War. 

Removing the timber and brush from the stream channel is equivalent 
to slightly enlarging the cross-section of the channel. By this method 
the carrying capacity of the stream in the improved section may be 
increased practically without danger, simply because the efficiency of 
the improvement is small. If this were not the case the resulting effect 
of the clearing in the lower end of the cleared section would, in a 
measure, be similar to the effects resulting from cutting the bends. By 
clearing a comparatively long section of the stream, the flood capacity 
of the channel will be increased about ten per cent. In disconnected 
sections of the channel the cost of the improvement is barely justified. 
If the entire length of the stream could he cleared, there would be a 
much greater increase in the capacity of the channel. Great care should 
be taken not to remove timber growth that has the effect of protecting 
"banks that otherwise would be in danger of caving by current wash. In 
several localities of the State, it has been observed by this department 
that there is a. local practice of dumping tree tops and underbrush into 
the stream channel in order to dispose of this waste material. As a 


Report of State Levee and Drainage Commissioner. 


31 


natural consequence in many places, rafts and earth deposits have formed 
to such an extent that the channel is practically obliterated, and the 
floods immediately pass out into the valley. If these valleys are to be 
protected by levees, this practice should be discontinued, and the rafts 
already formed should be burned out as rapidly as possible during the- 
drv season. 


32 


Report of State Levee axd Draixage Commissioxer. 


CHAPTER VII. 

SLUICE-GATES AXD SYPHOXS. 

A sluice-gate is an automatic or hand operated valve contrivance de¬ 
signed to furnish a passage-way through the levee for local drainage. 
It is built into the levee and forms part of the embankment. When 
there is no flood, the sluice-gate stands open, permitting the drainage 
from within the district to pass into the main river. When a flood occurs 
in the main river, the gate is closed and thereby prevents the water from 
backing into the district. Automatic sluice-gates are not recommended. 

All sluice-gates depend for their successful operation upon the double 
assumption that a flood in the interior drainage seldom occurs simul¬ 
taneously with a flood in the main river ; and that, should such a. con¬ 
dition arise, the flood from the interior drainage would do no material 
damage to the district. Continuing this reasoning, the question is some¬ 
times reached as to what kind of water the district would prefer to be 
drowned with. Consequently installing sluice-gates upon large tributary 
drainage should be avoided by continuing the levee to high land. In 
the districts shown upon the topographic maps, all large drains have 
been deflected in this way ; but in some localities the topographic con¬ 
ditions are such that large sluice-gates must be relied upon, otherwise 
levee protection under the particular circumstances would not be a 
feasible undertaking. To meet these special conditions, a large reinforced 
concrete sluice-gate has been designed, and is illustrated in Figure 3. 

One of the-chief objections to a sluice-gate of any type is the difficulty 
with which a permanent union can be secured between the earth com¬ 
posing the levee, and the material of which the sluice-gate is made. The 
tendency of the earth to shrink away from the sluice-gate is greatest 
during dry weather. At this time, numerous crevices occur around the 
sluice-gate in positions difficult to reach, even if always discernible. 
This is an obstacle that is removed by using syphons instead of sluice¬ 
gates, The syphon, as illustrated in Figure 4, is an iron pipe that does 
not cut the levee anywhere, but passes completely over the top of it. 
The principle of this device is well understood. With the valves of the 
syphon closed, the air is first exhausted by means of the hand pump. 
Upon opening the valves, the water flows upward through the pipe, over 
the top of levee, and discharges at the lower level, outside of the district. 
The valves are again closed by hand when a flood in the river rises 
against the levee, and reverses the water level. The syphon is especially 
suited to conveying limited drainage of continuous flow. It is universally 
in use along the Mississippi levees. The syphon shown in the illustration 
is made in many different sizes, by the Murphy Tron Works of Hew 
Orleans. 

An effective screen must be provided at all sluice-gates and syphons 
to prevent their becoming clogged by drift wood, brush, stalks or trash. 
Such material may be arrested bv building a wire net fence around the 
improvements at some distance away. A second and finer screen should 


Figure 3. 

Reinforced Concrete Sluice-Gate for discharging local drainage through the levee. 
(.Designed by R. G. Tyler, 1912. J. K. Duke, Draftsman.) 


Report of State Levee and Drainage Commissioner. 33 



~a- j}a 9Q button 9 +d*> aasiaiyoaoj 



































































































































































34 


Repoet of State Levee and Drainage Commissioner 





Figure f. 

Syphon for discharging local drainage- over the top of the levee . (Manufactured by the Murphy Iron Works of New Orleans, 























Report of State Levee and Drainage Commissioner, 35 

also be placed, across the immediate opening in the sluice-gate or 
syphon. 

The sizes of the necessary sluice-gates and syphons may be ascertained 
from the maximum discharge of the drain passing through them, by 
applying a modification of Rutter's Formula, in a manner similar to 
that described for finding the size of a flood-way. 


.36 


Report of State Levee and Drainage Commissioner. 


CHAPTER VIII. 

THE LEVEE MAPS ACCOMPANYING THIS REPORT. 

The six complete topographic levee maps which accompany this report 
are, the Rockwall and Barnes Bridge Sheets, which together represent 
a section of the valley of the East Fork of the Trinity River in parts of 
Coliin, Rockwall, Dallas, and Kaufman Counties; the Buckholts Sheet, 
which shows a portion of the valley of Little River in Milam County; 
and the Millican, Washington, and Howtli Sheets, which cover the Brazos 
Valley in parts of the Counties of Washington, Waller, Grimes and 
Burleson. 

These maps represent a total overflowed area of 101,077 acres. Of this 
area 70 per cent can be permanently protected from floods equivalent 
to that of 1908, at a general average cost of $13.08 per acre. 

In total length, the six sheets show 210 miles of levees. 

The average heights of the levees, the preliminary estimates of yardage 
and cost: and the acreage in each levee division shown upon the six 
above mentioned sheets will he found in tabulated form elsewhere in 
this report. These estimates do not include the cost of right-of-way, 
clearing, or grubbing. 

The preliminary profiles of all of the levees are available and will 
be furnished to county and district officers when needed. 

The topographic mapping was done by the U. S. Geological Survey 
in co-operation with the State of Texas. By the co-operative agreement, 
the original field sheets became the property of the federal bureau, but 
the maps were reproduced by photographic transfer to copper plates, 
and the plates were engraved by hand. Transfers from the copper plates 
were then placed upon lithographic limestone, and 500 copies of each of 
the six original maps were printed for the State. A second edition of 
the maps may be printed at small cost at any time, from the engraved 
copper plates now in the possession of this department. The total cost 
of engraving and printing the first 3000 edition of the maps was less 
than the State would have had to pay an expert draftsman to reproduce 
by hand, onlv four copies of each map. The copper plates constitute a 
practically indestructible record of the difficult and expensive topo¬ 
graphic work. This is the method of map reproduction developed, and 
now in use by the (J. S. Geological Survey. 

The Legend, a. column of symbols printed upon the margin of each 
map fully explains every feature of the map. 

A black print of the entire quadrangle, as mapped by the U. S. Geo¬ 
logical Survey, accompanies each topographic levee map; and is intended 
as a general guide to the territory not shown upon the engraved sheets. 


Sluice gate in the levee of Washington County District Number 1, near Chapel Hill, Texas. 








Report of State Levee and Drainage Commissioner. 


37 


CHAPTER IX. 

INDIVIDUAL LEVEE DIVISIONS. 

The levee divisions shown upon the topographic maps are numbered 
consecutively, and to each number is added the first letter of the name 
denoting the sheet upon which the division is located. A division falling 
partly on two sheets is designated by the initials of each of the sheets. 

Two types of levees have been adopted: a levee of standard height, 
and one of secondary height. The standard levee is designed to be suf¬ 
ficiently high to hold back the waters of the greatest flood of record. 
The secondary levee would be submerged by such a flood, but would 
furnish protection against a flood of ordinary proportions. The secon¬ 
dary levee is recommended only where the cost of a standard levee may 
not be justified. 

The highest flood of record occurred in the Brazos River in July, 1899. 
This flood was so much higher than the next highest one, which occurred 
in 1908, that the standard levee for this river has been designed in two 
heights, one for each of these two floods. The position and alignment 
of the two types of levees are the same, the only difference being in point 
of size and height. Hence, the smaller levee may at any time be raised 
to the size required for the flood of 1899 by simply building it to the 
necessary grade and cross-section. The secondary levees indicated on 
the Brazos Sheets are to have the uniform, arbitrary, height of five feet. 
Those on all of the other sheets are to be four feet high. 

After the maps were transmitted for engraving, it was decided to 
partially change two of the levee divisions. The levee in the-first division 
on the Howth Sheet (H-l) was relocated to follow the meanderings of 
the river channel. The levee in the second division on the Millican 
Sheet (M-2) was turned at a point three hundred feet north of mile- 
mark 12 (12--}-300) and run northwestward parallel to the H. & T. C. 
R. R.^ to join the high land. The profile sheets show these levees in the 
corrected positions. 

The third levee division on the Buckholts Sheet (B-3) presents a 
number of difficult features. The valley at this point is comparatively 
narrow. The local drainage from the watershed on the north is exten¬ 
sive. The course of the river channel is unusually winding, and the 
natural hydraulic grade is steep. If a number of the channel bends could 
be cut, the levee building would be greatly facilitated; but for reasons 
already discussed, and without regard to the legal phase of the case, 
cutting the bends cannot be recommended. These difficulties apply even 
mere forcibly to any project to change the course of the entire river by 
turning it through the Cut-Off Slough. 

The levee design for division Buckholts-3, as given upon the topo¬ 
graphic map is far from perfection, but at the present time it appears 
more feasible than the other two plans to be discussed. The levee indi¬ 
cated upon the map closes upon itself at mile-mark 13. At this point 
the flood waters would be divided by the proposed levee, the larger 
portion passing along the main channel of the stream, and the remainder 


38 


Report oe State Levee and Drainage Commissioner. 


going out behind the levee, down the bed of Cut-Off Slough. The main 
channel would thus he relieved to this extent. It is known that the 
natural behavior of the river is after this manner, without reference to 
a proposal to confine it with levees. Usually there is little gained by 
dividing a flood volume; but in the present case, the Cut-Off Slough 
being a natural by-pass, the original flood level will not be raised by the 
levee, and the lowest possible embankment will be all sufficient. It will 
be seen that the only part of the levee requiring standard height, is the 
short section between mile-marks 13 and 2, and this portion should be 
of maximum height in any levee plan adopted. The required levee 
around the district, downstream from these two mile-marks, can there¬ 
fore, be built at minimum cost. At the same time, this advantage is 
partially offset by the excessive length of the right-of-way, and the fact 
that lands along the Cut-Off Slough are necessarily left unprotected. 
The hydraulic grade in Cut-Off Slough is very steep, but in time of flood, 
the water in the by-pass will be very shallow, and no danger to the 
levee is expected on account of a current too swift. The levee position 
along the by-pass has been removed a considerable distance back from 
the foot-hills in view of this feature of the situation. As planned, the 
levee will not materially upset the conditions in tire river. For that 
reason it does not seem probable that, as a result of the improvement, 
the river will ‘Wap” to the bed of the by-pass in Cut-Off Slough. 

A second plan for levee protection in division Buckholts-3 contem¬ 
plates joining the levee from mile-mark 13 to the foot-hills near T. B. M. 
378.2, thus closing the by-pass through Cut-Off Slough. Following 
around the main channel of the river from this junction at the foot-hills, 
the levee would return upstream along Cut-Off Slough to a point near 
mile-mark 11—j—A. At this point the levee would reach a sufficient ele¬ 
vation to shut off the backwater from the river, and the local drainage 
would come out between the returned end of the levee and the foot-hills 
at the lower end of the district. Compared to the levee design printed 
upon the topographic map, this plan would save the building of about 
one and one-half miles of levee (or the section between mile-marks 13 
and 114-4). But since the entire flood would be forced to pass around 
the winding course of the river, practically all of the levee would require 
the standard height. The short section of levee saved would not com¬ 
pensate for the increased height of the remaining portion. However, 
a small additional amount of land would be protected from the floods 
of the river. 

As a third plan for protecting this district, the levee may be built in 
all respects similar to the arrangement described in the preceding para¬ 
graph, except that from a point just above mile-mark 9-|-J the embank¬ 
ment should run directly to the nearest part of the foot-hills, closing 
upon the high ground near B. M. 361.1. Idle side drainage would be 
taken out through a sluice-gate in the vicinity of this benchmark. 
Though a. levee built in this way would require the standard height 
throughout, it would protect about 20 per cent more property than anv 
other system suggested. The plan highly recommends itself upon these 
grounds only. While a sluice-gate would cost much less than the section 
of levee which it would eliminate, the maximum discharge of the side 


Report of State Levee and Drainage Commissioner. 


39 


drains at this point is very large, and there is some question as to the 
feasibility of successfully conveying it through a sluice-gate. 

The levee plans of the many other divisions shown upon the topo¬ 
graphic maps are comparatively simple and require no detailed explana¬ 
tions. All necessary data concerning them may be had from the maps, 
the table of estimates, and the profile sheets. 




40 


Report of State Levee and Drainage Commissioner. 


CHAPTER X. 

levee building and maintenance. 

A levee is a simple embankment of clean, homogeneous earth taken 
or “borrowed” from the side next the river. 

The size of a levee is determined by the width of the top or “crown”; 
by the vertical height, and by the slopes of both sides. From these 
dimensions the width of the base may be obtained. 

The “borrow pit” is formed in removing the earth out of which the 
levee is built. It is separated from the levee by a strip of undisturbed 
land called the “berme,” which must be left at the toe of the levee, and 
across which the earth from the borrow pit is hauled upon being deposited 
to make the levee. The borrow pit must not form a. continuous ditch 
along the edge of the berme, but must be broken at intervals of about 
three hundred feet by additional strips of undisturbed land called “tra¬ 
verses.” The traverses should be about twenty feet wide. They connect 
the berme with the undisturbed land lying off toward the bank of the 
river. The earth for building, must not be taken from the “land side” 
of the levee. The size of the borrow pit corresponding to a levee of a 
given size will be found from Table I. The recommended shape of the 
borrow pit. and the positions of the borrow pit and berme with relation 
to the position of the levee, will be seen from Figure 5. 

For purposes of exploration, in sections where the quality of the levee 
foundation is unknown or suspected, a ditch about three feet deep and 
of the same or convenient width should be dug along the center of the 
levee base before building is attempted. This is called a “muck ditch.” 
By it, any covered logs, isolated sand and gravel deposits, or other fea¬ 
tures of local false foundation can be detected and removed, or the levee 
position can be shifted in order to avoid them. Defects of this nature, 
located more than three feet below the levee base, and therefore left 
undiscovered by the muck ditch are usually not serious; but care should 
be exercised in this regard and the exploratory excavations should be 
made deeper in sections where trouble of the kind may exist. 

Before building is begun, the base of the levee must be carefully 
cleared and grubbed, and thoroughly cleaned of all vegetable matter. 
Where the borrow pit is to be, the ground surface must also be thoroughly 
cleaned off so that tree roots, stumps, sand or gravel will not be taken 
into the body of the levee. Immediately before building, the base of the 
levee must be plowed deep and fine, in order to secure the best possible 
union, or “bond,” between the base surface and the earth composing the 
levee. The muck ditch is also a material aid in obtaining this bond. 

Both side slopes of all levees are recommended to be not steeper than 
two to one. 

At present the simplest, and possibly the cheapest method of levee 
building is with mules and scrapers, especially where such equipment 
belonging to the plantations composing the district can be utilized for 
levee building during seasons when not otherwise employed. Xo doubt, 
however, some especiallv designed type of excavating machinery can be 


Report of State Levee and Drainage Commissioner 


41 




















































42 


Report of State Levee and Drainage Commissioner. 


developed with which the levee may he built at even a lower cost. During 
the dry season, the soil of the average overflowed valley can be handled 
with ease. Investigations upon the subject of levee building machinery 
applicable to the Texas conditions are now in progress by this department. 

By any building method employed, the earth composing the levee must 
be deposited in horizontal layers. When so deposited, it does not require 
artificial settling of any kind, and the volume may be expected to shrink 
about ten per cent, 

All local drainage must he away from the levee; and each of the series 
of borrow pits, formed by the intervening traverses, must be drained 
directly into the river. If stagnant water is allowed to remain near the 
levee, it may saturate the levee base or embankment, and in Texas such 
water invites crawfish that dig holes in the levee; and encourages burrow¬ 
ing animals. 

When the levees have been built up to the grades given in the profile 
sheets, and, with an allowance for shrinkage, they have been finally 
dressed off, the entire embankment, the berme, and a strip of land along 
the inner side of the levee must promptly be set to Bermuda Grass. No 
other vegetation must be allowed to grow upon the levees. 

In Texas, the greatest damage to the levees results from season cracks 
during midsummer and fall. A careful examination of this difficultv 
has been made throughout the State during the past three years. In 
some localities these dry-weather crevices become very severe, at times 
extending completely through the levee, and into the ground beneath. 
But actual experience shows that the trouble can be entirely prevented, 
by pasturing stock upon the levee. For this purpose, the levee and about 
thirty feet of the right-of-way on either side must be fenced; and the 
stock permitted to graze at liberty in the enclosure thus formed. The 
stock should be turned into the enclosure at the beginning of the dry 
season, and allowed to remain as long as necessary. The levee may be 
used as a pasture whenever needed as such, but no stock should be 
allowed within the enclosure during wet weather. If the levee has been 
built with side slopes not steeper than two to one, and it has become 
thoroughly sodded with Bermuda Grass, the moderate grazing of stock 
will in -no wise injure the embankment. Practical experience along the 
lines mentioned will soon indicate how the levee may be kept in most 
excellent condition. 

If, through carelessness, a levee has become completely honeycombed 
with season cracks, it should be thoroughly cleaned of all vegetation, and 
then deeply plowed all over, from top to bottom. The ground surface 
should also he plowed for a space ol : ten to twenty feet on both sides of 
the levee. After being again brought up to grade, the levee should be 
smoothed off, and as soon as possible sodded to Bermuda Grass. 

A well-travelled road upon the top of a levee will also entirely prevent 
season cracks. AI here this has been the practice, the levees have remained 
in perfect condition. The method, however, opens a broad field of 
possibilities. Unless the embankment has been especially constructed, 
the roadway must be absolutely abandoned in wet weather, to avoid 
injuring the levee. At precisely this time perhaps the road is most 
needed; and difficult complications result. 


Levee embankment prior to being sodded with Bermuda grass. Milam County Levee District Number 1, 

near Cameron, Texas. 














43 


Report of State Levee and Drainage Commissioner. 

Preliminary Estimates of Levees—Average Heights, Yardage, and Cost. 


Rockwall Sheet. 


Designation 
of Levee 
Division 

By Mile Sections 

By Levee Divisions 

Between 

mile- 

marks 

Aver¬ 

age 

height 

of 

levee 

Amount of 
material 
in section 

Cost of 
section at 
15c per 
cubic yard 

Total 

over¬ 

flowed 

area 

Total cost 
at 15c per 
cubic yard 

Cost of 
re¬ 
clama¬ 
tion 
per 
acre 



Feet 

Cubic yards 


Acres 



K-7 

0-1 

7.7 

32228 

$4,834.20 




(Incomplete) 

1-1.9 

7.9 

29634 

4,445.10 

353.2 

$9,279.30 

$26.27 

R-6 

0-1 

5.5 

18265 

2,739.75 




(Incomplete) 

1-2 

7.6 

31524 

4,728.60 





2-2.3 

7.8 

9879 

1,481.85 

486.5 

8,950.20 

18.40 

R-5 

0-1 

3.7 

7081 

1,062.15 





1-2 

9.3 

48380 

7,257.00 





2-3 

8.2 

35904 

5,385.60 





3-4 

7.9 

33675 

5,051.25 





4-4.3 

4.2 

2362 

354.30 

795.2 

19,110.30 

24.03 

R-4 

0-1 

5.5 

6027 

904.05 





1-2 

8.8 

40597 

6,089.55 





2-3 

8.5 

38211 

5,731.65 





3-4 

8.4 

37468 

5,620.20 





4-4.7 

6.8 

17452 

2,617.80 

781.7 

20,963 25 

26.82 

R-3 

0-1 

8.1 

33403 

5,010.45 





1-2 

9.5 

50140 

7,521.00 





2-2.4 

9.3 

16933 

2,539.95 

602.4 

15,071.40 

25.02 

R-2 

0-1 

7.7 

30616 

4,592.40 





1-2 

8.8 

40597 

6,089.55 





2-3 

9.2 

47481 

7,122.15 





3-4 

10.2 

56633 

8,494.95 





4-5 

10.5 

59527 

8,929.05 





5-6 

9.8 

52878 

7,931.70 





6-6.3 

3.9 

2735 

410.25 

2344.0 

43,570.05 

18.45 

R-l 

0-1.2 

4.0 

10951 

1,642.65 

104.0 

1,642.65 

15.79 

(Secondary) 








R-9 

0-1 

4.0 

10404 

1,560.60 

78.0 

1,560.60 

20.01 

(Secondary) 








R-10 

0-1.3 

4.0 

13689 

2,053.35 

131.0 

2,053.35 

15.67 

(Secondary) 








R-l 1 

0-1.1 

4.0 

12046 

1,806.90 

92.0 

1,806.90 

19.64 

(Secondary) 








R-12 

0-1.3 

4.0 

13908 

2,086.20 

143.0 

2,086.20 

14.59 

(Secondary) 








• R-13 

0-0.7 

4.0 

7666 

1,149.90 

51.0 

1,149.90 

22.55 

(Secondary) 








R-14 

0-1.2 

4.0 

13470 

2,020.50 

70.0 

2,020.50 

28.86 

(Secondary) 








R-15 

0-0.9 

4.0 

9308 

1,396.20 

63.0 

1,396.20 

22.16 

(Secondary) 








R-16 

0-1 

4.0 

7118 

1,067.70 

65.0 

1,067.70 

16.43 

(Secondary) 








R-l 7 

0-0.9 

4.0 

9527 

1,429.05 

46.0 

1,429.05 

31.07 

(Secondary) 








R-18 

0-0.7 

4.0 

7994 

1,199.10 

48.0 

1,199.10 

24.98 

(Secondary) 








R-19 

0-0.9 

4.0 

10185 

1,527.75 

83.0 

1,527.75 

18.40 

(Secondary) 








B-R-l 

0-1 

8.1 

35161 

5,274.15 





1-2 

7.9 

33675 

5,051.25 





2-3 

8.9 

41419 

6,212.85 





3-4 

6.5 

24132 

3,619.80 





4-5 

6.6 

24796 

3,719.40 
























































































































































































44 


Report of State Levee and Drainage Commissioner 


Preliminary Estimates of Levees—A verage Heights, Yardage, and Cost—Continued. 

Rockwall Sheet—Continued. 


Designation 
of Levee 
Division 

By Mile Sections 

By Levee Divisions 

Between 

mile- 

marks 

Aver¬ 

age 

height 

of 

levee 

Amount of 
material 
in section 

Cost of 
section at 
15c per 
cubic yard 

Total 

over¬ 

flowed 

area 

Total cost 
at 15c per 
cubic yard 

Cost of 
re¬ 
clama¬ 
tion 
per 
acre 



Feet 

Cubic yards 


Acres 



B-R-l 

5-6 

4.9 

15136 

$2,270.40 




(Continued) 

6-7 

5.3 

2065 

309.75 

1913.0 

$26,457.60 

$13.83 

B-R-2 

0-1 

9.0 

45760 

6,864.00 





1-2 

9.2 

47481 

7,122.15 





2-3 

7.9 

31991 

4,798.65 

865.5 

18,784.80 

21.70 

B-R-3 

0-1 

9.2 

47481 

7,122.15 





1-2 

8.8 

40597 

6,089.55 





2-3 

9.6 

51079 

7,661.85 





3-3.8 

8.8 

32478 

4,871.70 

1812.5 

25,745.25 

14.20 

Total for Rockwall sheet. 

10928.0 

$206,872.05 

$18.93 

Barnes Bridge Sheet. 

B-R-4 

0-1.4 

4.0 

15331 

$2,299.65 

131.4 

$2,299.65 

$17.50 

(Secondary) 








BB-12 

0-1 

4.0 

10294 

1,544.10 




(Secondary) 

1-1.9 

4.0 

10075 

1,511.25 

298.5 

3,055.35 

10.23 

BB-11 

0-1 

4.0 

10513 

1,576.59 

45.3 

1,576.95 

34.80 

(Secondary) 








BB-10 

0-1 

3.8 

9687 

1,453.05 




(Secondary) 

1-2 

4.2 

11812 

1,771.80 





2-2.2 

3.9 

1263 

189.45 

252.4 

3,414.30 

13.53 

BB-9 

0-1.2 

4.0 

12922 

1,938.30 

93.4 

1,938.30 

20.75 

(Secondary) 








BB-8 

0-1 

3.6 

9308 

1,396.20 




(Secondary) 

1-2 

4.4 

12750 

1,912.50 





2-3 

3.9 

10521 

1,578.15 





3-3.2 

1.5 

146 

21.90 

438.7 

4,908.75 

11.19 

BB-7 

0-1.1 

7.8 

35237 

5,285.55 

135.6 

5,285.55 

38.98 

BB-6 

0-1 

5.3 

16693 

2,503.95 





1-2 

7.9 

33675 

5,051.25 





2-2.6 

3.8 

5449 

817.35 

354.3 

8,372.55 

23.63 

BB-5 

0-1 

7.5 

27395 

4,109.25 





1-2.1 

8.3 

37420 

5,613.00 

267.6 

9,722.25 

36.33 

BB-4 

0-1 

8.8 

38567 

5,785.05 





1-2 

8.4 

37429 

5,614.35 





2-3 

9.2 

47481 

7,122.15 





3-4 

11.1 

65550 

9,832.50 





4-5 

8.3 

36686 

5,502.90 


• 



5-5.5 

2.7 

1385 

207.75 

1894.6 

34,064.70 

17.98 

BB-3 

0.1 

9.8 

52878 

7,931.70 





1-2 

10.1 

55694 

8,354.10 





2-3 

10.7 

61522 

9,228.30 





3-3.3 

5.7 

4268 

640.20 

588.1 

26,154.30 

44.47 

BB-2 

0-1 

5.8 

17354 

2,603.10 





1-2 

10.7 

61522 

9,228.30 





2-3 

10.6 

60505 

9,075.75 





3-4 

11.0 

64533 

9,679.95 





4-5 

9.1 

46621 

6,993.15 





5-6 

4.1 

7853 

1,177.95 

1618.5 

38,758.20 

23.95 

BB-1 

0-1 

10.2 

54934 

8,240.10 





1-2 

10.7 

61522 

9,228.30 





2-3 

10.3 

57611 

8,641.65 





3-4 

8.2 

35904 

5,385.60 





4-4.7 

2.8 

3675 

551.25 

1008.7 

32.046.90 

31.77 

Total for Barnes Bridge sheet. 

7127.1 

$171,597.39 

$24.08 





























































































































































Report of State Levee and Drainage Commissioner. 


4f> 


Preliminary Estimates of Levees—Average Heights, Yardage, and Cost—Continued. 

Buckholts Sheet. 



By Mile Sections 

By Levee Divisions 

Designation 

1 

Aver- 


Cost of 
section at 
15c per 
cubic yard 

Total 


Cost of 

of Levee 

Between 

age 

Amount of 

Total cost 

re- 

Division 

mile- 

height 

material 

over¬ 

flowed 

area 

at 15c per 

clama- 


marks 

of 

levee 

in section 

cubic yard 

tion 

per 

acre 





Feet 

Cubic yards 


Acres 



B-6 

0-1 

6.2 

22293 

$3,343.95 





1-2 

7.0 

27378 

4,106.70 





2-3 

8.6 

38994 

5,849.10 





3-4 

7.8 

32932 

4,939.80 





4-4.4 

4.7 

5224 

783.60 

987.9 

$19,023.15 

$19.26 

B-5 

0-1 

7.4 

30077 

4,511.55 





1-2 

8.6 

38994 

5,849.10 





2-2.2 

9.9 

10763 

1,614.45 

416.0 

11,975.10 

28.79 

B-4 

0-1 

8.4 

37429 

5,614.35 





1-2 

8.9 

41419 

6,212.85 





2-3 

8.1 

35161 

5.274.15 





3-4 

6.8 

26048 

3,907.20 





4-5 

8.3 

36686 

5,502.90 





5-6 

7.4 

30077 

4,511.55 





6-6.9 

2.4 

3355 

503.25 

2752.1 

31,526.25 

11.46 

B-3 

13-1 

8.8 

40597 

6,089.55 





1-2 

6.4 

23506 

3,525.90 





2-3 

5.5 

18265 

2,739.75 





3-4 

6.3 

22880 

3,432.00 





4-5 

6.0 

21120 

3,168.00 





5-6 

3.7 

9700 

1,455.00 





6-7 

5.6 

18812 

2,821.80 





7-8 

4.6 

13650 

2,047.50 





8-9 

7.0 

27378 

4,106.70 





9-10 

5.9 

20533 

3,079.95 





10-11 

9.5 

50141 

7,521.15 





11-12 

9.4 

49280 

7,392.00 


52,107.90 



12-13 

7.6 

31524 

4,728.60 

2600.4 

20.04 

B-2 

0-1.4 

4.0 

14893 

2,233.95 

126.5 

2,233.95 

17.66 

(Secondary) 








B-l 

0-1 

4.3 

12281 

1,842.15 




(Secondary) 

1-2 

2-2.2 

3.6 

5.2 

9308 

3832 

1.396.20 
574.80 

306.4 

3,813.15 

12.44 


7189.3 

$120,679.50 

$16.79 








Millican Sheet—Flood of 1908. 


M-S-l 

0-1 

1-2 

2- 3 

3- 4 

4- 5 

5- 6 

10.7 

9.1 

11.3 

12.1 

10.0 

10.6 

61522 

46621 

67623 

76189 

54756 

60505 

$9,228 30 
6,993.15 
10,143.45 
11,428.35 
8,213.40 
9,075.75 

5102.1 

$55,082.40 

$10.80 

_ 

M-l 

0-1 

1-2 

2- 3 

3- 3.6 

2.9 

12.3 

6.0 

7.1 

6688 

78379 

21120 

17387 

1,003.20 
11,756.85 
3,168.00 
2,608.05 

954.8 

18,536.10 

19.41 

M-2 

0-1 

1-2 

2- 3 

3- 4 

4- 5 

5- 6 

6- 7 

7- 8 

8- 9 

9- 10 
10-11 
11-12 

12- 13 

13- 13.1 

9.1 
8.0 

9.2 
11.5 

7.8 

7.4 
7.0 

8.5 

9.8 
10.0 

9.1 

5.1 

7.1 

3.6 

46621 

34418 

47481 

69696 

32932 

30077 

27378 

38211 

52878 

54756 

46621 

16153 

28043 

558 

6.993.15 

5.162.70 

7.122.15 
10,454.40 

4,939.80 

4,511.55 

4.106.70 
5,731.75 

7.931.70 
8,213.40 

6.993.15 
2,422.95 
4,206.45 

83.70 

9487.7 

78,873.55 

8.31 

Total for Millican sheet (1908). 


15544.6 

$152,492.05 

$9.81 































































































































46 Report of State Levee and Drainage Commissioner. 

Preliminary Estimates of Levees—Average Heights, Yardage, and Cost—Continued. 

Millican Sheet—Flood of 1899. 


Designation 
of Levee 
Division 

By Mile Sections 

By Levee Divisions 

Between 

mile- 

marks 

Aver¬ 

age 

height 

of 

levee 

Amount of 
material 
in section 

Cost of 
section at 
15c per 
cubic yard 

Total 

over¬ 

flowed 

area 

Total cost 
at 15c per 
cubic yard 

Cost of 
re¬ 
clama¬ 
tion 
per 
acre 



Feet 

Cubic yards 


Acres 



M-S-l 

0-1 

14.4 

103645 

$15,546.75 





1-2 

12.9 

85262 

12,789.30 





2-3 

15.0 

111467 

16,720.05 





3-4 

15.8 

122340 

18,351 00 





4-5 

14.0 

98560 

14,784.00 





5-6 

14.8 

108807 

16,321.05 

5102.1 

$94,512.15 

$18.52 

M-l 

0-1 

6.6 

24796 

3,719.40 





1-2 

16.4 

137280 

20,592.00 





2-3 

11.1 

65550 

9,832.50 





3-3.6 

13.4 

56548 

8,482.20 

954.8 

42,626.10 

44.64 

M-2 

0-1 

12.5 

80647 

12,097.05 





1-2 

11.3 

67623 

10,143.45 





2-3 

12.7 

82955 

12,443.25 





3-4 

15.4 

116864 

17,529.60 





4-5 

12.4 

79513 

11,926.95 





5-6 

12.8 

84089 

12,613.35 





6-7 

15.1 

112797 

16,919.55 





7-8 

14.8 

108807 

16,321.05 





8-9 

16.1 

132861 

19,929.15 





9-10 

16.3 

135794 

20,369.10 





10-11 

15.4 

116864 

17,529.60 





11-12 

11.5 

69696 

10,454.40 





12-13 

13.4 

91207 

13,681.05 





13-13.1 

9.9 

3229 

484.35 

9487.7 

192,441.90 

20.28 

Total for Millican Sheet (1899). 

15544.6 

$329,580.15 

$21.20 


Washington Sheet—Flood of 1908. 


W-3 

0-1 

1-2 

2- 3 

3- 4 

4- 5 

5- 6 

6- 7 

7- 8 

8- 9 

9- 10 
9-10 

2.2 

3.2 

7.1 

9.4 

5.9 

6.9 

6.2 

6.4 

5.8 

8.4 

6.8 

4147 

7744 

28043 

49280 

20533 

26713 

22293 

23506 

19947 

4121 

7814 

$ 622.05 

1,161.60 
4,206.45 
7,392.00 
3,079.95 
4,006.95 
3,343.95 
3,525.90 
2,992.05 
618.15 
1,172.10 

6451.9 

$32,121.15 

$4.98 

W-2 

(Secondary) 

0-1 

1-2 

2-2.2 

4.6 

5.3 

8.2 

13650 

17209 

7181 

$2,047.50 

2,581.35 

1,077.15 

478.8 

5,706.00 

11.92 

W-l 

0-1 

1-2 

2- 3 

3- 4 

4- 5 

5- 6 

6- 7 

7- 8 

8- 9 

9- 9.8 

8.3 
6.8 
6.6 

6.3 
7.0 
5.8 

7.6 

9.6 
10.8 
11.0 

34118 

26048 

24796 

22880 

27378 

19947 

31524 

51079 

62500 

61306 

5.117.70 
3,907.20 
3,719.40 
3,432 00 

4.106.70 
2,991.05 
4,728.60 
7,661.85 
9,375.00 
9,195.90 

4664.0 

54,235.40 

11.63 

H-W-l 

0-1 

1-2 

2- 3 

3- 4 

4- 5 

5- 6 

6- 7 

7- 7.9 

6.9 

7.6 

6.5 

5.7 

3.6 

6.6 

6.8 
3.5 

26713 

31524 

24132 

19399 

9308 

24796 

26048 

7847 

4,006.95 

4,728.60 

3,619.80 

2,909.85 

1.396.20 
3,719.40 

3.907.20 
1,177.05 

3088.3 

25,465.05 

8.25 

Total for Washington sheet (1908). 

14683.0 

$117,527.60 

$8.00 






















































































Report of State Levee and Drainage Commissioner. 47 


Preliminary Estimates of Levees—Average Heights, Yardage, and Cost—Continued. 

Washington Sheet—Flood of 1899. 


Designation 
of Levee 
Division 

By Mile Sections 

By Levee Divisions 

Between 

mile- 

marks 

Aver¬ 

age 

height 

of 

levee 

Amount of 
material 
in section 

Cost of 
section at 
15c per 
cubic yard 

Total 

over¬ 

flowed 

area 

Total cost 
at 15c per 
cubic yard 

Cost of 
re¬ 
clama¬ 
tion 
per 
. acre 



Feet 

Cubic yards 


Acres 



W-3 

0-1 

10.0 

54756 

88,213.40 





1-2 

11.7 

71769 

10,765.35 





2-3 

15.6 

119602 

17,940.30 





3-4 

18.0 

161920 

24,288.00 





4-5 

14.7 

107517 

16,127.55 





5-6 

15.9 

123709 

18,556.35 





6-7 

15.3 

115495 

17,324.25 





7-8 

15.4 

• 116864 

17,529.60 





8-9 

15.0 

111467 

16,720.05 





9-10 

10.8 

62500 

9,375.00 





10-10.4 

2.5 

1607 

241.05 





10-10.4 

5.9 

4517 

677.55 

6451.9 

$157,758.45 

$24.45 

W-l 

0-1 

17.4 

152455 

22,868.25 





1-2 

16 1 

132861 

19,929.15 





2-3 

16.0 

131414 

19,712.10 





3-4 

15.9 

123709 

18,556.35 





4-5 

16.7 

141739 

21,260.85 


. 



5-6 

15.2 

114126 

17,i18.90 





6-7 

16.6 

140253 

21,037.95 





7-8 

17.6 

155584 

23,337.60 





8-9 

19.2 

181711 

27,256.65 





9-10 

19.1 

180029 

27,004.35 





10-10.1 

2.6 

284 

42.60 

4664.0 

218,124.75 

46.77 

H-W-l 

0-1 

14.0 

98560 

14,784.00 





1-2 

15.6 

119602 

17,940.30 





2-3 

15.2 

114126 

17,118.90 





3-4 

14.6 

106226 

15,933.90 





4-5 

12.9 

85262 

12,789.30 





5-6 

16.0 

131414 

19,712.10 





6-7 

16.0 

131414 

19,712.10 





7-7.9 

12.4 

71562 

10,734.30 

3088.3 

128,724.90 

41.68 

Total for Washington sheet (1899). 

14204.2 

$504,608.10 

$35.52 


























































48 Report of State Levee and Drainage Commissioner. 

Preliminary Estimates of Levees—Average Heights, Yardage, and Cost -Continued 

Howth Sheet—Flood of 1908. 


Designation 
of Levee 
Division 

By Mile Sections 

By Levee Divisions 

Between 

mile- 

marks 

Aver¬ 

age 

height 

of 

levee 

Amount of 
material 
in section 

Cost of 
section at 
15c per 
cubic yard 

Total 

over¬ 

flowed 

area 

Total cost 
at 15c per 
cubic yard 

Cost of 
re¬ 
clama¬ 
tion 
per 
acre 



Feet 

Cubic yards 


Acres 



H-6 

4-1 

4.2 

'11812 

$1,771.80 




(Secondary) 

1-2 

3.7 

9700 

1,455.00 





2-3 

7.1 

28043 

4,206.45 





3-4 

7.6 

13240 

1,986.00 

482.4 

$9,419.25 

$19.53 

H-5 

0-1 

11.5 

69696 

10,454.40 





1-2 

8.2 

35904 

5,385.60 





2-3 

10.0 

54756 

8,213.40 





3-4 

9.9 

53817 

8,072.55 





4-5 

9.0 

45760 

6,864.00 





5-6 

6.7 

25422 

3,813.30 





6-7 

6.3 

22880 

3,432.00 





7-8 

4.6 

13298 

1,994.70 





8-9 

5.1 

16153 

2,422.95 





9-9.3 

5.0 

5006 

750.90 

3992.6 

51,403.80 

12.87 

H-4 

0-1 

4.7 

13554 

2,033.10 




(Secondary) 

1-2 

5.3 

17209 

2,581.35 





2-2.4 

4 

4.0 

2957 

443.55 

527.4 

5,058.00 

9.59 

H-3 

0-1 

6.0 

21120 

3,168.00 





1-2 

6.2 

22293 

3,343.95 





2-3 

6.4 

23506 

3,525.90 





3-4 

6.1 

21707 

3,256.05 



. 


4-5 

6.6 

24796 

3,719.40 





5-6 

6.6 

24796 

3,719.40 





6-7 

5.5 

18265 

2,739.75 





7-8 

7.2 

28708 

4,306.20 





8-9 

7.5 

30781 

4,617.15 





9-10 

7.1 

28043 

4,206.45 





10-11 

7.9 

33675 

5,051.25 





11-12 

8.9 

41419 

6,212.85 





12-13 

7.5 

30781 

4,617.15 





13-14 

9.0 

45760 

6,864.00 





14-15 

6.1 

21707 

3,256.05 





15-16 

5.2 

16661 

2,499.15 





16-17 

5.9 

20533 

3,079.95 





17-17.7 

3.0 

1901 

285.15 





17-17.7 

3.3 

2196 

329.40 

7739.8 

$68,797.20 

$8.89 

H-2 

0-1.2 

8.0 

39925 

5,988.75 

229.5 

5,988.75 

26.09 

(Secondary) 








H-l 

0-1 

5.9 

9856 

1,478.40 





1-2 

5.6 

18812 

2,821.80 




• 

2-3 

6.0 

2i 120 

3,168.00 





3-4 

7.2 

28708 

4,306.20 





4-5 

6.1 

21707 

3,256.05 





5-5.5 

8.0 

17209 

2,581.35 

2455.5 

17,611.80 

7.17 

Total for Howth sheet (19081. 

15427.2 

$158,278.80 

$10.26 







































































Report of State Levee and Drainage Commissioner. 


49 


Preliminary Estimites of Levse3—Average Heights, Yardage, and Cost—Continued. 

Howth Sheet—Flood of 1899. 


Designation 
of Levee 
Division 

By Mile Sections 

By Levee Divisions 

Between 

mile- 

marks 

Aver¬ 

age 

height 

of 

levee 

Amount of 
material 
in section 

Cost of 
section at 
15c per 
cubic yard 

Total 

over¬ 

flowed 

area 

Total cost 
at 15c per 
cubic yard 

Cost of 
re¬ 
clama¬ 
tion 
per 
acre 

H-5 

0-1 

1-2 

2- 3 

3- 4 

4- 5 

5- 6 

6- 7 

7- 8 

8- 9 

9- 9.3 

16.9 
13.4 
15.0 
15.0 
14.1 
11.8 

11.9 
11.0 
11.9 
11.8 

144751 

91207 

111467 

111467 

99812 

72864 

73959 

64533 

73959 

24774 

$21,712.65 

13,681.05 

16,720.05 

16,720.05 

14,971.80 

10,929.60 

11,093.85 

9,679.95 

11,093.85 

3,716.10 

3992.6 

$130,318.95 

$32.61 

H-3 

0-1 

1-2 

2- 3 

3- 4 

4- 5 

5- 6 

6- 7 

7- 8 

8- 9 

9- 10 
10-11 
11-12 

12- 13 

13- 14 

14- 15 

15- 16 

16- 17 

17- 17.7 
17-17.7 

11.4 

11.7 

11.8 

11.5 
12.0 
12.0 
10.8 

12.4 
12.9 
12.8 

13.8 

15.1 
14.0 
16.0 

13.4 

12.2 

12.9 
8.4 

10.1 

67623 

71769 

72864 

69696 

75094 

75094 

62500 

79513 

85262 

84089 

96057 

112797 

98560 

131414 

91207 

77284 

85262 

12352 

18617 

10,143.45 

10.765.35 

10.929.60 
10,454.40 
11,264.10 

11.264.10 
9,375.00 

11,926.95 

12,789.30 

12.613.35 

14.408.55 

16.919.55 
14,784.00 

19.712.10 
13,681.05 

11.592.60 
12,789.30 

1,852.80 

2,792.55 

7739.8 

220,058.10 

28.43 

H-l 

(Incomplete) 

0-1 

1-2 

2- 3 

3- 4 

4- 5 

5- 5.5 

9.4 

12.2 

12.5 
13.8 
12.7 

14.5 

49280 

77284 

80647 

96057 

82955 

52467 

7,392.00 

11,592.60 

12,097.05 

14,408.55 

12,443.25 

7,870.05 

2455.5 

65,803.50 

26.80 

Total for Howth sheet (1899). 

14187.9 

$416,180.55 

$29.33 


Note—The quantities in the column “Average height of levee should be obtained by 
averaging the squares of the heights. The average of the heights may be used, however 
when the individual heights do not vary more than one foot either way from the average, and 
is amply accurate for preliminary estimates, such as the above. 

















































RESULTS OF PRIMARY TRAVERSE AND LEVELING ALONG EAST FORK OF TRINITY RIVER, BRAZOS RIVER AND LITTLE RIVER. 

ROCKWALL SHEET—‘Collin, Rockwall and Dallas Counties. 

(By the U. S. Geological Survey in Co-operation with the State Levee and Drainage Board. See U. S. Geological Survey Bulletins Nos. 496 and 468 for de¬ 
scriptions of benchmarks along these rivers not given herein.) 




50 


Report of State Levee and Drainage Commissioner. 


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52 


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RESULTS OF PRIMARY TRAVERSE AND LEVELING—Continued. 


64 


Report of State Levee and Drainage Commissioner. 


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RESULTS OF PRIMARY TRAVERSE AND LEVELING—Continued. 

From B. M. 6 near Eagle Ford Bridge over Trinity River, northeast to Lively Switch; thence along Rock Island Railroad southeast to T. B. M. 15 at Perkins 

Switch, one and one-half miles northwest of Dallas—Continued. 


68 


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RESULTS OF PRIMARY TRAVERSE AND LEVELING—Continued. 

Dallas, along Trinity River, via Miller and Lakewood, to U. S. Lock and Dam No. 1 and return along north side of river to point of beginning- 

Continued. 


70 


Report of State Levee and Drainage Commissioner. 


Distance to Point 
Indicated 

Feet 

2335 

to T. B. M. 19A 

2790 

to T. B. M. 20A 

2704 

to B. M. 23 

4603 

to T. B. M. 21A 

4543 

to T. B. M. 22A 

2146 

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76 


Report of State Levee and Drainage Commissioner 



9 Feet 

Cubic yards 
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78 


Report of State Levee and Drainage Commissioner. 


TABLE 3.—Giving the number of acres in any right of way measured in feet, varas and miles. 


Width of 

Right of Way 

Area of Right of Way 

Per 100 feet 

Per 100 varas 

Per mile 

Feet 

Acres 

Acres 

Acres 

10 

0.023 

0.064 

1.212 

20 

0.046 

0.128 

2.424 

30 

0.069 

0.191 

3.636 

40 

0.092 

0.255 

4.848 

50 

0.115 

0.319 

6.061 

60 

0.138 

0.383 

7.273 

70 

0.161 

0.446 

8.485 

80 

0.184 

0.510 

9.697 

90 

0.207 

0.574 

10.909 


Explanation of Table 3.—The figures in the body of the table represent acres. These figures 
are manipulated by moving the decimal point. 

Example.—Required the number of acres per mile in a right of way 
62 £ feet wide. 


Acres 


f Acres in 60-foot width. 7.273 

From the table: -j Acres in 20-foot width=2.424; for 2-foot width=0.242.:. 0.242 

1 Acres in 50-foot width=6.061; for 5 -foot width=0.060. 0.060 


Adding, gives total number of acres per mile for width required 


7.575 


























































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